JP3671777B2 - Bridge construction method - Google Patents

Bridge construction method Download PDF

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Publication number
JP3671777B2
JP3671777B2 JP31298399A JP31298399A JP3671777B2 JP 3671777 B2 JP3671777 B2 JP 3671777B2 JP 31298399 A JP31298399 A JP 31298399A JP 31298399 A JP31298399 A JP 31298399A JP 3671777 B2 JP3671777 B2 JP 3671777B2
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JP
Japan
Prior art keywords
pier
girder
construction
leg
erection
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Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Fee Related
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JP31298399A
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Japanese (ja)
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JP2001131918A (en
Inventor
浩郎 南
卓巳 尾鍋
恵太 桝本
清一郎 滝沢
大輔 石松
久美子 須田
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鹿島建設株式会社
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Description

[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a method for constructing a bridge by a precast segment construction method using an erection girder, which is mainly applied when constructing a multi-span bridge, and particularly has a feature in a method for constructing a segmented bridge pier part. It is.
[0002]
[Prior art]
The precast segment method used for erection of bridges, especially bridge girder parts, is to carry girder segments manufactured at the factory or production yard to the erection site, install them using steel erection girder, etc., and introduce prestress. It is a construction method that creates a single bridge girder.
[0003]
As advantages of using the precast segment construction method for bridge construction, the following points have been described in the past, and it is particularly advantageous for large-scale bridge construction.
(1) Since the precast segment can be manufactured and stocked during the construction of the substructure, the manufacturing process and the installation process can be set separately, and the construction period can be greatly shortened.
[0004]
(2) The production of the precast segment is a repetitive operation at the factory or production yard, and a structure with stable quality can be produced. Moreover, rationalization and labor saving are possible by performing mechanized construction.
(3) By storing the blocks in the stock yard, in the case of precast concrete segments (blocks), drying shrinkage after erection and deformation due to creep are reduced.
[0005]
Also, as a typical erection method of the precast segment construction method, a segment for one span manufactured at a factory or a yard is transported on an erection girder, joined after predetermined positioning, and prestressed. Span-by-span construction method (see, for example, Japanese Patent No. 2768282) and the center of the bridge pier, and the blocks are connected to the left and right or at the same time, and the blocks are stretched while applying prestress. There is a going cantilever construction method (for example, see Japanese Patent No. 2768283).
[0006]
[Problems to be solved by the invention]
The precast segment method is particularly advantageous for multi-span bridges with large span lengths, such as when it is difficult for heavy machinery to enter the installation position, but when erection girder is used for span girder construction, etc. It is assumed that the pier part has been constructed in advance.
[0007]
However, when constructing bridges with multiple spans and large span lengths, it is usually the case where the piers are constructed on the water or when it is difficult to use heavy machinery. And construction costs will be spent.
The present invention is intended to solve the problems in the conventional span-by-span precast segment construction method. The pier part is also segmented and the erection girder used for erection of the bridge girder is also used for transportation and construction of the pier segment. By doing so, it aims to greatly reduce the overall construction period and construction cost in the construction of the bridge.
[0008]
[Means for Solving the Problems]
The bridge construction method according to claim 1 of the present application is the construction of the bridge by the precast segment construction method in which the girder segments constituting the bridge girder are connected and integrated between the piers constructed in advance by the erection girder. In the method, the pier constructed on the pier foundation is manufactured by dividing it into a plurality of pier segments, and the plurality of pier segments are sequentially transported to the foundation by using the erection girder for erection of the bridge girder. Assembling and integrating with the foundation work , Until the pier is constructed on the foundation work, the erection girder is supported by the temporary support frame installed on the foundation work or the foundation work ahead in the construction direction, and when the pier is completed, the support of the erection girder is supported. The erection girder is moved while using both the support by the temporary support base and the support by the completed pier by moving the temporary support base to the pier and moving the temporary support base to the front pier construction position in order. It is what.
[0009]
The girder segment is mainly intended for precast concrete, but it can also be applied to steel concrete composite segments, steel segments, etc., and the shape and material are not particularly limited.
Similarly, the shape and material of the pier segment are not limited, but it is necessary to divide the pier segment in a state where it is suspended and supported from the erection girder or within the weight that can be transported or moved.
[0010]
The way of division is considered to be generally divided into a plurality of stages in the height direction, but is not particularly limited. For example, when the width of a bridge girder and / or the width of a bridge pier is wide according to the width of the bridge girder, it is conceivable to divide the bridge girder in the horizontal direction.
Conventionally, as long as a fulcrum that can replace an erection girder that normally has a fulcrum on a pre-built pier is secured, the pier is divided into segments as in the present invention, and transported and installed using the erection girder Since it can be built on the foundation work, it can be built economically and with a short construction period without requiring large heavy machinery or a transport ship, etc., shortening the entire construction period of the bridge and reducing the overall construction cost. be able to.
[0011]
Moreover, this invention uses the temporary support stand installed on the foundation work as an alternative fulcrum of the pier upper part used as the fulcrum of the erection girder conventionally. After the pier is completed, the fulcrum at that position is moved to the completed pier, and the temporary support base is moved to the foundation work in front of the construction direction of the bridge, and is sequentially diverted as a temporary fulcrum. The temporary receiving stand is a temporary structure, and for example, a truss structure using a steel material or the like can be used. In addition, a structure that can be easily disassembled and assembled so as to be easily diverted is desirable.
[0012]
Claim 2 is the construction method of the bridge according to claim 1, wherein the plurality of pier segments have a form in which the piers are divided into a plurality of stages in the height direction, and are sequentially piled up from the lower pier segments on the foundation work. This is limited to the case where the foundation work and the pier segment of each step are connected and integrated. In this case, at the pier construction position, the pier segments can be assembled in the form of being piled up on the foundation work in sequence while suspending the pier segments transported or moved along the erection girder with the lifting device. It can be performed.
[0013]
According to a third aspect of the present invention, there is provided a method for constructing a bridge according to the first aspect , wherein the temporary receiving frame is moved by a suspension device that can move on an erection girder.
[0014]
The temporary support base can be reduced in weight compared to the pier, which is a main structure, but it is difficult to access from the ground or the water in order to move and divert it quickly according to the construction of the pier. Efficient construction becomes possible by moving to the front and diverting it using the erection girder.
[0015]
DETAILED DESCRIPTION OF THE INVENTION
1 to 3 show a first embodiment of the present invention, and the construction is performed according to the following procedure.
[Step 1] Construction of the main girder (see Fig. 1 (a))
Girder segments 5 for one span are installed by the span-by-span method. The girder segment 5 is manufactured in a land precast segment yard, transported to the end of the erection girder 11 of the erection girder by a trailer, etc., and conveyed to each predetermined erection position by a mobile crane 15 moving on the erection girder 11. A main girder between one diameter is formed by tensioning with a PC steel wire or the like in a state where the girder segments 5 for the span are suspended and supported.
[0016]
At this time, the front leg 12 of the installation girder 11 is anchored to the temporary support base 2 assembled on the foundation work 1 at the P2 pier construction position, and the launching leg 13 is placed on the P1 pier constructed before temporary installation of the main girder. Anchored, the rear leg 14 is located on the bridge girder where the girder segment 5 starts construction.
[Step 2] P2 pier and column head construction (see Fig. 1 (b))
As with the girder segment 5, the pier segment 3 and the column head segment 4 manufactured in the precast segment yard on land are transported to the end of the erection girder 11 by a trailer, etc. The pier segment 3 and the column head segment 4 divided into two are sequentially transported to the P2 pier position, stacked on the foundation work 1, and the foundation work 1, the multistage pier segment 3 and the column head segment 4 are connected to the PC steel wire. P2 pier is formed by being tense.
[0017]
[Step 3] Preparation for sending out the girder (see Fig. 1 (c))
The temporary support 2 at the P1 pier position is replaced with the P3 pier position at which the pier is constructed next. Moreover, the anchor of the launching leg 13 on the P1 pier is released, and the erection girder 11 is supported at two points of the front leg 12 and the rear leg 14.
[Step 4] Sending the girder (see Fig. 2 (d))
The rear leg 14 is made to travel on the main girder constructed in step 1 by using a traveling device installed at the lower end of the rear leg 14, and the installation girder 11 is sent out. At this time, the erection girder 11 slides on the front leg 12, and the launching leg 13 moves together with the erection girder 11 while being suspended from the erection girder 11.
[0018]
[Step 5] Delivery completed (see Fig. 2 (e))
The delivery is completed when the rear leg 14 reaches the end of the main girder and the launching leg 13 reaches the P2 pier.
[Step 6] Preparation for moving the front leg (see Fig. 2 (f))
The launching leg 13 is anchored on the P2 pier constructed in Step 2, and the anchor of the front leg 12 that has been secured on the temporary support base 2 at the P2 pier position is released. At this time, the installation girder 11 is supported by the launching leg 13 and the rear leg 14.
[0019]
[Step 7] Moving the front leg (see Fig. 3 (g))
The front leg 12 is moved forward in a state where it is suspended from the erection beam 11 while the erection beam 11 is fixed.
[Step 8] Erection girder movement complete (see Fig. 3 (h))
At step 3, the front leg 12 is anchored on the temporary support base 2 that has been replaced on the foundation work 1 of the P3 pier, and the movement of the erection girder is completed.
[0020]
[Step 9] Repeating Steps 1 to 8 described above is repeated, so that a multi-span bridge is constructed.
FIGS. 4-6 shows 2nd Embodiment of this invention, and it constructs in the following procedures. Note that a part of the description common to the first embodiment will be omitted (the same applies to the third and subsequent embodiments).
[0021]
[Step 1] Construction of the main girder (see Fig. 4 (a))
This is the same as in the case of the first embodiment.
[Step 2] P2 pier and column head construction (see Fig. 4 (b))
This is the same as in the case of the first embodiment.
[Step 3] Replacement of the temporary support base (see Fig. 4 (c))
The temporary support 2 at the P1 pier position is replaced with the P3 pier position at which the pier is constructed next.
[0022]
[Step 4] Sending the girder (see Fig. 5 (d))
The rear leg 14 is made to travel on the main girder constructed in step 1 by using a traveling device installed at the lower end of the rear leg 14, and the installation girder 11 is sent out. At this time, the installation girder 11 slides on the front leg 12 and the launching leg 13.
[Step 5] Delivery completed (see Fig. 5 (e))
The rear leg 14 comes to the end of the main girder, and the feeding is completed at a position close to the launching leg 13.
[0023]
[Step 6] Moving the launching leg (see Fig. 5 (f))
The anchor of the launching leg 13 is released, and the launching leg 13 is moved forward in a state where it is suspended from the construction girder 11 while the installation girder 11 is fixed.
[Step 7] Front leg movement (see Fig. 6 (g))
The anchor of the front leg 12 is released, and the front leg 12 is moved forward in a state where it is suspended from the construction girder 11 while the construction girder 11 is fixed.
[0024]
[Step 8] Elect Girder movement complete (see Fig. 6 (h))
This is the same state as in the first embodiment.
[Step 9] Repeatedly, FIGS. 7 to 9 show a third embodiment of the present invention, and the construction is performed according to the following procedure.
[0025]
[Step 1] Construction of the main girder (see Fig. 7 (a))
This is the same as in the first and second embodiments.
[Step 2] P2 pier and column head construction (see Fig. 7 (b))
This is the same as in the first and second embodiments.
[Step 3] Replacement of temporary support base (see Fig. 7 (c))
This is the same as in the case of the second embodiment.
[0026]
[Step 4] Preparation for launching leg movement (see Fig. 8 (d))
The anchor of the launching leg 13 on the P1 pier is released, and the construction girder 11 is supported at two points of the front leg 12 and the rear leg 14.
[Step 5] Moving the launching leg (see Fig. 8 (e))
With the erection girder 11 fixed, the launching leg 13 is moved forward in a state of being suspended from the erection girder 11, and anchored on the P2 pier constructed in Step 2.
[0027]
[Step 6] Preparation for sending out the girder (see Fig. 8 (f))
The anchor of the front leg 12 is released, and the installation girder 11 is supported at two points of the launching leg 13 and the rear leg 14.
[Step 7] Sending the girder (see Fig. 9 (g))
The rear leg 14 is made to travel on the main girder constructed in step 1 by using a traveling device installed at the lower end of the rear leg 14, and the installation girder 11 is sent out. At this time, the erection girder 11 slides on the launching leg 13, and the front leg 12 moves together with the erection girder 11 while being suspended from the erection girder 11.
[0028]
[Step 8] Elect Girder movement complete (see Fig. 9 (h))
This is the same state as in the first and second embodiments.
[Step 9] Repeatedly, FIGS. 10 to 12 show a fourth embodiment of the present invention, which is constructed in the following procedure.
[0029]
[Step 1] P1 pier segment construction (see Fig. 10 (a))
The front leg 12 of the installation girder 11 is anchored to the temporary support base 2 assembled on the foundation work 1 at the P2 pier construction position, and the launching leg 13 is attached to the temporary support base 2 assembled on the foundation work 1 at the P1 pier construction position. The anchor is fixed, and the rear leg 14 is positioned on the bridge girder at the girder segment erection start position.
[0030]
The pier segment 3 and the column head segment 4 manufactured in the land precast segment yard are sequentially transported to the P1 pier position by the mobile crane 15 and stacked on the foundation work 1, and the foundation work 1 and the multi-stage pier segment 3 are stacked. And the P1 pier is formed by tensioning the column head segment 4 with a PC steel wire or the like.
[Step 2] Construction of the main girder (see Fig. 10 (b))
The launching leg 13 is rearranged from the temporary support base 2 onto the P1 pier, and a girder segment 5 for one span is constructed by a span-by-span construction method to form a main girder for one span.
[0031]
[Step 3] Preparation for sending out the girder (see Fig. 10 (c))
The temporary support 2 at the P1 pier position is replaced with the P3 pier position at which the pier is constructed next. Moreover, the anchor of the launching leg 13 on the P1 pier is released, and the erection girder 11 is supported at two points of the front leg 12 and the rear leg 14.
[Step 4] Sending the girder (see Fig. 11 (d))
The rear leg 14 is made to travel on the main girder constructed in step 1 by using a traveling device installed at the lower end of the rear leg 14, and the installation girder 11 is sent out. At this time, the erection girder 11 slides on the front leg 12, and the launching leg 13 moves together with the erection girder 11 while being suspended from the erection girder 11.
[0032]
[Step 5] Delivery completed (see Fig. 11 (e))
The rear leg 14 comes to the end of the main girder, and the feeding is completed at a position where the launching leg 13 is close to the front leg 12 on the temporary support base 2 at the P2 pier position.
[Step 6] Preparation for moving the front leg (see Fig. 11 (f))
The launching leg 13 is anchored to the temporary support base 2 and the anchor of the front leg 12 is released.
[0033]
[Step 7] Front leg movement (see Fig. 12 (g))
The front leg 12 is moved forward in a state where it is suspended from the erection beam 11 while the erection beam 11 is fixed.
[Step 8] Elect Girder movement complete (see Fig. 12 (h))
At step 3, the front leg 12 is anchored on the temporary support base 2 that has been replaced on the foundation work 1 of the P3 pier, and the movement of the erection girder is completed.
[0034]
[Step 9] Repeatedly, FIGS. 13 to 15 show a fifth embodiment of the present invention, which is constructed in the following procedure. The fifth embodiment corresponds to the invention according to claim 4 of the present application.
[Step 1] Construction of the main girder (see Fig. 13 (a))
This is the same as in the first to third embodiments.
[0035]
[Step 2] P2 pier and column head construction (see Fig. 13 (b))
This is the same as in the first to third embodiments. In the figure, reference numeral 16 denotes a transport trolley for changing the provisional cradle.
[Step 3] Sending the girder (see Fig. 13 (c))
The rear leg 14 is made to travel on the main girder constructed in step 1 by using a traveling device installed at the lower end of the rear leg 14, and the installation girder 11 is sent out. At this time, the installation girder 11 slides on the front leg 12 and the launching leg 13.
[0036]
[Step 4] Delivery completed (see Fig. 14 (d))
The rear leg 14 comes to the end of the main girder, and the feeding is completed at a position close to the launching leg 13.
[Step 5] Replacement of temporary support base (see Fig. 14 (e))
The temporary support platform 2 that was in the P1 pier position is transported to the P3 pier position where the pier is constructed next by the transport trolley 16 that travels along the installation girder 11 block by block. Assemble again.
[0037]
[Step 6] Moving the launching leg (see Fig. 14 (f))
The anchor of the launching leg 13 is released, and the launching leg 13 is moved to the P2 pier position constructed in Step 2 in a state where the anchoring girder 11 is fixed and suspended from the construction girder 11.
[Step 7] Moving the front leg (see Fig. 15 (g))
The launching leg 13 is anchored to the P2 pier, the anchor of the front leg 12 is released, and the front leg 12 is moved to the temporary support base 2 assembled in step 5 while the erection girder 11 is fixed.
[0038]
[Step 8] Erection girder movement complete (see Fig. 15 (h))
This is the same state as in the first to third embodiments.
[Step 9] After that, FIG. 16 shows an example of the joining method of the pier segments in the present invention. The outer cylinder steel pipe 21 is embedded in the foundation work and each pier segment 3 in advance, and these are stacked up and down. At this time, the inner cylindrical steel pipe 22 is passed through the outer cylindrical steel pipe 21 to provide a dowel function between the segments, and the sheath is used as a sheath of the PC strand 23 for tightly connecting them.
[0039]
Further, mortar or resin grout material 24 is filled between the inner and outer steel pipes 21 and 22 and the inner cylindrical steel pipe 21.
With this configuration, workability at the site is improved, shearing force is transmitted through the inner and outer steel pipes 21 and 22, and the prestressing by the PC strand 23 is introduced and the seismic performance is improved.
[0040]
【The invention's effect】
(1) Since the invention of the present application transports, installs, and constructs the pier segment on the foundation work using the erection girder that has been conventionally used for erection of the girder segment constituting the main girder, it is a large heavy machine or carrier Therefore, the pier can be constructed economically and in a short construction period, and the entire construction period of the bridge can be shortened and the overall construction cost can be reduced.
[0041]
(2) have use a temporary supporting stand as a fulcrum of the Election girder up pier on a foundation engineering is constructed, temporary supporting frame also erection girder by performing primes re utilizing, can be further efficient construction It becomes.
[Brief description of the drawings]
FIG. 1 is an elevational view showing a construction procedure of steps 1 to 3 according to a first embodiment of the present invention.
FIG. 2 is an elevation view showing a construction procedure of steps 4 to 6 of the first embodiment of the present invention.
FIG. 3 is an elevational view showing a construction procedure of steps 7 to 8 of the first embodiment of the present invention.
FIG. 4 is an elevational view showing a construction procedure of steps 1 to 3 according to the second embodiment of the present invention.
FIG. 5 is an elevation view showing a construction procedure of steps 4 to 6 of the second embodiment of the present invention.
FIG. 6 is an elevation view showing a construction procedure of steps 7 to 8 of the second embodiment of the present invention.
FIG. 7 is an elevation view showing a construction procedure of steps 1 to 3 according to the third embodiment of the present invention.
FIG. 8 is an elevational view showing a construction procedure of steps 4 to 6 of the third embodiment of the present invention.
FIG. 9 is an elevation view showing a construction procedure of steps 7 to 8 of the third embodiment of the present invention.
FIG. 10 is an elevation view showing a construction procedure of steps 1 to 3 according to the fourth embodiment of the present invention.
FIG. 11 is an elevation view showing a construction procedure of Steps 4 to 6 of the fourth embodiment of the present invention.
FIG. 12 is an elevation view showing a construction procedure of Steps 7 to 8 of the fourth embodiment of the present invention.
FIG. 13 is an elevation view showing a construction procedure of steps 1 to 3 according to the fifth embodiment of the present invention.
FIG. 14 is an elevational view showing a construction procedure of steps 4 to 6 of the fifth embodiment of the present invention.
FIG. 15 is an elevation view showing a construction procedure of steps 7 to 8 of the fifth embodiment of the present invention.
FIG. 16 shows an example of a method for joining pier segments according to the present invention. (A) is a perspective view showing a state in which upper and lower pier segments are stacked and integrated on a foundation work, and (b) is a pier. FIG. 4C is a vertical cross-sectional view showing a structure for aligning segments, and FIG.
[Explanation of symbols]
DESCRIPTION OF SYMBOLS 1 ... Foundation work, 2 ... Temporary support stand, 3 ... Pier pier segment, 4 ... Column head segment, 5 ... Girder segment, 11 ... Erection girder, 12 ... Front leg, 13 ... Launching leg, 14 ... Rear leg, DESCRIPTION OF SYMBOLS 15 ... Mobile crane, 16 ... Conveyor trolley, 21 ... Outer cylinder steel pipe, 22 ... Inner cylinder steel pipe, 23 ... PC strand, 24 ... Grout material

Claims (3)

  1. The bridge pier constructed on the pier foundation works in the precast segment construction method in which the girder segments that compose the bridge girder are connected and integrated by erection girder while being built between the piers constructed in advance. Produced by dividing into a plurality of pier segments, using the erection girder for erection of the bridge girder in order to transport and assemble the plurality of pier segments on the foundation work.
    I mean, Until the pier is constructed on the foundation work, the erection girder is supported by the temporary support frame installed on the foundation work or the foundation work ahead in the construction direction, and when the pier is completed, the support of the erection girder is supported. The erection girder is moved while using both the support by the temporary support base and the support by the completed pier by moving the temporary support base to the pier and moving the temporary support base to the front pier construction position in order. Bridge construction method.
  2.  The plurality of pier segments have a form in which the piers are divided into a plurality of stages in the height direction, and are piled up sequentially from the lower pier segments on the foundation work, and the foundation work and the pier segments of each stage are connected and integrated. Item 1. A bridge construction method according to item 1.
  3. Method of constructing a bridge according to claim 1, wherein performing by the temporary supporting movable suspension device on erection girders relocation of the gantry.
JP31298399A 1999-11-02 1999-11-02 Bridge construction method Expired - Fee Related JP3671777B2 (en)

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CN1311134C (en) * 2004-11-25 2007-04-18 中铁大桥局股份有限公司 Down beam type bridge-erecting machine and bridge erecting method thereof
CN100415995C (en) * 2005-07-21 2008-09-03 郑州市华中建筑机械有限公司 Half span type down guide frame bridging machine and its beam building method
CN100395411C (en) * 2005-09-09 2008-06-18 中铁工程机械研究设计院 Walking type box beam bridge formation machine
CN103422446B (en) * 2013-08-21 2015-09-02 苏州大方特种车股份有限公司 Section assembling bridging bassinet structure
KR20170018001A (en) * 2014-06-06 2017-02-15 소레탄체 프레씨네트 Method for building a bridge and bridge-building apparatus
CN104060548B (en) * 2014-06-17 2016-02-03 河北工业大学 A kind of ultralow fortune is set a roof beam in place one Bridge Erector and bridging method
CN106638316B (en) * 2016-11-25 2019-11-05 秦皇岛优益重工科技有限公司 A kind of TLJ900 Bridge Erector is frequent to cross platform construction technology
CN106801382B (en) * 2016-12-30 2018-06-26 中铁十局集团有限公司 A kind of railway simple supported box beam heavy grade erection construction method
CN110593111A (en) * 2019-09-25 2019-12-20 中交路桥华南工程有限公司 Method for installing beam section of cable tower area

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101935987A (en) * 2010-08-27 2011-01-05 中交一公局桥隧工程有限公司 Construction method for integrally sliding large-span steel pipe arch of curved bridge
CN101935987B (en) * 2010-08-27 2012-07-25 中交第一公路工程局有限公司 Construction method for integrally sliding large-span steel pipe arch of curved bridge

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